上海中心大厦抗震性能分析和振动台试验研究
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摘要
上海中心大厦塔楼高632 m,该结构为巨型框架-核心筒-外伸臂结构体系,钢-混凝土混合结构。应用ABAQUS软件对该结构进行了7度多遇、基本和罕遇地震作用下的弹塑性时程分析,得到各水准地震作用下结构动力特性和位移反应,分析了结构的地震损伤破坏过程及损伤分布情况。同时,为进一步评价其抗震性能,进行了1/50比例的整体模型振动台试验,研究其地震破坏机理及抗震薄弱部位。弹塑性时程分析和振动台试验结果表明:该结构能够满足预先设定的抗震性能目标,且有较高的安全储备。
The Shanghai Tower with a total height of 632 m adopts the steel-concrete hybrid mega frame-core tube-outrigger structural system.The elasto-plastic time-history analysis under frequent,basic and rare earthquakes of seismic intensity 7 was carried out with the aid of ABAQUS program.The structural dynamic characteristics and displacement responses were obtained.Also,structural damage process and damage distribution were analyzed.Meanwhile,the shaking table tests of a 1/50 scaled model were conducted to evaluate the seismic performance.The seismic damage mechanism and weak positions of the structure were presented.Both of the elasto-plastic time-history analysis results and test results indicate that the structure can meet the predetermined performance objectives and has relatively large safety margin.
The Shanghai Tower with a total height of 632 m adopts the steel-concrete hybrid mega frame-core tube-outrigger structural system.The elasto-plastic time-history analysis under frequent,basic and rare earthquakes of seismic intensity 7 was carried out with the aid of ABAQUS program.The structural dynamic characteristics and displacement responses were obtained.Also,structural damage process and damage distribution were analyzed.Meanwhile,the shaking table tests of a 1/50 scaled model were conducted to evaluate the seismic performance.The seismic damage mechanism and weak positions of the structure were presented.Both of the elasto-plastic time-history analysis results and test results indicate that the structure can meet the predetermined performance objectives and has relatively large safety margin.
引文
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[7]张劲,王庆扬,胡守营,等.ABAQUS混凝土损伤塑性模型参数验证[J].建筑结构,2008,38(8):127-130.(Zhang Jin,Wang Qingyang,Hu Shouying,etal.Parameters verification of concrete damaged plasticmodel of ABAQUS[J].Building Structure,2008,38(8):127-130.(in Chinese))
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[9]同济大学土木工程防灾国家重点实验室.上海中心大厦结构模型模拟地震振动台试验研究报告[R].H 20091201-752.上海:同济大学土木工程防灾国家重点实验室,2010.(Tongji University.State KeyLaboratory of Disaster Reduction in Civil Engineering.Shaking table model test research of Shanghai Tower[R].H 20091201-752.Shanghai:Tongji University.State Key Laboratory of Disaster Reduction in CivilEngineering,2010.(in Chinese))
[2]Lubliner J,Oliver J,Oller S,et al.A plastic-damagemodel for concrete[J].International Journal of Solidsand Structure,1989,25(3):299-326.
[3]Lee J,Fenves G L.Plastic-damage model for cyclicloading of concrete structure[J].Journal of EngineeringMechanics,1998,124(8):892-900.
[4]江见鲸,陆新征,叶列平.混凝土结构有限元分析[M].北京:清华大学出版社,2005.(Jiang Jianjing,Lu Xinzheng,Ye Lieping.Finite element analysis ofconcrete structures[M].Beijing:Tsinghua UniversityPress,2005.(in Chinese))
[5]GB 50010—2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.(GB 50010—2002Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2002.(inChinese))
[6]Birtel V,Mark P.Parameterized finite elementmodeling of RC beam shear failure[C]//Proceedingsof the 19th Annual International ABAQUS Users’Conference.Boston,USA:ABAQUR Inc.,2006:95-108.
[7]张劲,王庆扬,胡守营,等.ABAQUS混凝土损伤塑性模型参数验证[J].建筑结构,2008,38(8):127-130.(Zhang Jin,Wang Qingyang,Hu Shouying,etal.Parameters verification of concrete damaged plasticmodel of ABAQUS[J].Building Structure,2008,38(8):127-130.(in Chinese))
[8]吕西林.超限高层建筑工程抗震设计指南[M].2版.上海:同济大学出版社,2009:37-39.(LUXilin.Seismic design guidelines of out-of-codes highrise buildings[M].2nd ed.Shanghai:TongjiUniversity Press,2009:37-39.(in Chinese))
[9]同济大学土木工程防灾国家重点实验室.上海中心大厦结构模型模拟地震振动台试验研究报告[R].H 20091201-752.上海:同济大学土木工程防灾国家重点实验室,2010.(Tongji University.State KeyLaboratory of Disaster Reduction in Civil Engineering.Shaking table model test research of Shanghai Tower[R].H 20091201-752.Shanghai:Tongji University.State Key Laboratory of Disaster Reduction in CivilEngineering,2010.(in Chinese))
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